Harmonized European standards for construction in Egypt

Transcription

1 Harmonized European standards for construction in Egypt EN Design of structures for earthquake resistance Jean-Armand Calgaro Chairman of CEN/TC250 Organised with the support of the Egyptian Organization for Standardization and Quality

2 Eurocode 8 - Design of structures for earthquake resistance EN1998-1: General rules, seismic actions and rules for buildings EN1998-2: Bridges EN1998-3: Assessment and retrofitting of buildings EN1998-4: Silos, tanks and pipelines EN1998-5: Foundations, retaining structures and geotechnical aspects EN1998-6: Towers, masts and chimneys All parts published by CEN ( )

3 EN1998-1: 1: General rules, seismic actions and rules for buildings EN to be applied in combination with other Eurocodes

4 EN1998-1: 1: General rules, seismic actions and rules for buildings General Performance requirements and compliance criteria Ground conditions and seismic action Design of buildings Specific rules for: Concrete buildings Steel buildings Composite Steel-Concrete buildings Timber buildings Masonry buildings Base isolation

5 Objectives In the event of earthquakes: Human lives are protected Damage is limited Structures important for civil protection remain operational Special structures Nuclear Power Plants, Offshore structures, Large Dams outside the scope of EN 1998

6 Fundamental requirements No-collapse requirement: Withstand the design seismic action without local or global collapse Retain structural integrity and residual load bearing capacity after the event For ordinary structures this requirement should be met for a reference seismic action with 10 % probability of exceedance in 50 years (recommended value) i.e. with 475 years Return Period

7 Fundamental requirements Damage limitation requirement: Withstand a more frequent seismic action without damage Avoid limitations of use with high costs For ordinary structures this requirement should be met for a seismic action with 10 % probability of exceedance in 10 years (recommended value) i.e. with 95 years Return Period

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9 Reliability differentiation Target reliability of requirement depending on consequences of failure Classify the structures into importance classes Assign a higher or lower return period to the design seismic action In operational terms multiply the reference seismic action by the importance factor γ I

10 Importance classes for buildings Importance factors for buildings (recommended values): γ I = 0,8; 1,0; 1,2 and 1,4

11 Fundamental requirements Compliance criteria (design verifications): Ultimate limit state Resistance and Energy dissipation capacity Ductility classes and Behaviour factor values Overturning and sliding stability check Resistance of foundation elements and soil Second order effects Non detrimental effect of non structural elements Simplified checks for low seismicity cases (a g < 0,08 g) No application of EN 1998 for very low seismicity cases (a g < 0,04 g)

12 Fundamental requirements Compliance criteria (design verifications): Damage limitation state Deformation limits (Maximum interstorey drift due to the frequent earthquake): 0,5 % for brittle non structural elements attached to the structure 0,75 % for ductile non structural elements attached to the structure 1,0 % for non structural elements not interfering with the structure Sufficient stiffness of the structure for the operationality of vital services and equipment DLS may control the design in many cases

13 Collapse of intermediate storeys w/ reduced stiffness Kobe (JP) 1995.

14 Fundamental requirements Compliance criteria (design verifications): Specific measures Simple and regular forms (plan and elevation) Control the hierarchy of resistances and sequence of failure modes (capacity design) Avoid brittle failures Control the behaviour of critical regions (detailing) Use adequate structural model (soil deformability and non strutural elements if appropriate) In zones of high seismicity formal Quality Plan for Design, Construction and Use is recommended

15 Torsional response difference in seismic displacements between opposite sides in plan; larger local deformation demands on side experiencing the larger displacement ( flexible side ). Collapse of building due to its torsional response about a stiff shaft at the corner (Athens, 1999 earthquake).

16 Ground conditions Five ground types: A - Rock B - Very dense sand or gravel or very stiff clay C - Dense sand or gravel or stiff clay D - Loose to medium cohesionless soil or soft to firm cohesive soil E - Surface alluvium layer C or D, 5 to 20 m thick, over a much stiffer material 2 special ground types S 1 and S 2 requiring special studies Ground conditions defined by shear wave velocities in the top 30 m and also by indicative values for N SPT and c u

17 Ground conditions Table 3.1: Ground types Ground type A B Description of stratigraphic profile Rock or other rock-like geological formation, including at most 5 m of weaker material at the surface. Deposits of very dense sand, gravel, or very stiff clay, at least several tens of metres in thickness, characterised by a gradual increase of mechanical properties with depth. Parameters v s,30 (m/s) N SPT (blows/30cm) > 800 c u (kpa) > 50 > 250

18 Ground conditions Table 3.1: Ground types Ground type C D Description of stratigraphic profile Deep deposits of dense or mediumdense sand, gravel or stiff clay with thickness from several tens to many hundreds of metres. Deposits of loose-to-medium cohesionless soil (with or without some soft cohesive layers), or of predominantly soft-to-firm cohesive soil. Parameters v s,30 (m/s) N SPT (blows/30cm) c u (kpa) < 180 < 15 < 70

19 Ground conditions Table 3.1: Ground types Ground type Description of stratigraphic profile Parameters v s,30 (m/s) N SPT (blows/30cm) c u (kpa) E A soil profile consisting of a surface alluvium layer with v s values of type C or D and thickness varying between about 5 m and 20 m, underlain by stiffer material with v s > 800 m/s. S 1 Deposits consisting, or containing a layer at least 10 m thick, of soft clays/silts with a high plasticity index (PI > 40) and high water content < 100 (indicative) _ S 2 Deposits of liquefiable soils, of sensitive clays, or any other soil profile not included in types A E or S 1

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21 Seismic zonation Competence of National Authorities Described by a gr (reference peak ground acceleration on type A ground) Corresponds to the reference return period T NCR Modified by the Importance Factor γ I to become the design ground acceleration (on type A ground) a g = a gr.γ I Objective for the future updating of EN1998-1: European zonation map with spectral values for different hazard levels (e.g. 100, 500 and years)

22 EXAMPLE : SEISMIC ZONATION OF THE FRENCH TERRITORY Zone a gr (m/s 2 ) ,7 3 1,1 4 1,6 5 3,0

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24 Basic representation of the seismic action Elastic response spectrum Common shape for the ULS and DLS verifications 2 orthogonal independent horizontal components Vertical spectrum shape different from the horizontal spectrum (common for all ground types) Possible use of more than one spectral shape (to model different seismo-genetic mechanisms) Account of topographical effects (EN ) and spatial variation of motion (EN1998-2) required in some special cases

25 Definition of the horizontal elastic response spectrum (four branches) 0 T T B S e (T) = a g. S. (1+T/T B. (η. 2,5-1)) T B T T C S e (T) = a g. S. η. 2,5 T C T T D S e (T) = a g. S. η. 2,5 (T C /T) T D T 4 s S e (T) = a g. S. η. 2,5 (T C. T D /T 2 ) S e (T) a g T B T C T D S η elastic response spectrum design ground acceleration on type A ground corner periods in the spectrum (NDPs) soil factor (NDP) damping correction factor (η = 1 for 5% damping) Additional information for T > 4 s in Informative Annex

26 Normalised elastic response spectrum (standard shape) Control variables S, T B, T C, T D (NDPs) η ( 0,55) damping correction for ξ 5 % Fixed variables Constant acceleration, velocity & displacement spectral branches acceleration spectral amplification: 2,5 Different spectral shape for vertical spectrum (spectral amplification: 3,0)

27 Elastic response spectrum Two types of (recommended( recommended) ) spectral shapes Depending on the characteristics of the most significant earthquake contributing to the local hazard: Type 1 - High and moderate seismicity regions (M s > 5,5 ) Type 2 - Low seismicity regions (M s 5,5 ); near field earthquakes Optional account of deep geology effects (NDP) for the definition of the seismic action

28 Recommended elastic response spectra S e /a g.s E D C B A S e /a g.s D E C B A T(s) Type 1 - M s > 5, T(s) Type 2 - M s 5,5

29 Recommended elastic response spectra S e /a g.s 4 3 E D C B Type 1 - M s > 5,5 2 A T (s)

30 Recommended elastic response spectra S e /a g.s 5 D E 4 C B Type 2 - M s 5,5 3 A T (s)

31 Design spectrum for elastic response analysis (derived from the elastic spectrum) 0 T T B S d (T) = a g. S. (2/3+T/T B. (2,5/q -2/3)) T B T T C S d (T) = a g. S. 2,5/q T C T T D S d (T) = a g. S. 2,5/q. (T C /T) β. a g T D T 4 s S d (T) = a g. S. 2,5/q. (T C. T D /T 2 ) β. a g S d (T) design spectrum q behaviour factor β lower bound factor (NDP recommended value: 0,2) Specific rules for vertical action: a vg = 0,9. a g or a vg = 0,45. a g ; S = 1,0; q 1,5

32 Alternative representations of the seismic action Time history representation (essentially for NL analysis purposes) Three simultaneously acting accelerograms Artificial accelerograms Match the elastic response spectrum for 5% damping Duration compatible with Magnitude (T s 10 s) Minimum number of accelerograms: 3 Recorded or simulated accelerograms Scaled to a g. S Match the elastic response spectrum for 5% damping

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35 Thank you for your attention